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HomeMy WebLinkAboutREVISION (3)76-01' scale: 1/4" = F-0" Area Tnhulaiion Project Data Project Name: Laberge residence Street Address: Lot 2, Eden's Refuge City: Port St. Lucie County: St. Lucie State: Florida Scope of Work New One level CBS Single Family residence with loft Building Code Design Loads Roof Live Load: 30.0 p.s.f. Floor Live Load: 40.0 p.s.f. Wind Speed: 163 MPH Wind Importance Factor: 1.0 Building Category: II Wind Exposure: C Internal Pressure Coefficent: .18 Structure Designed: Enclosed Soil bearing capacity: 2000 p.s.f. Guardrails & Handrails: 200 lb. Point Loading Guardrail In Fill Components: 50 lbs. PLF 2017 Florida Building Code: Residential Building Data 2014 National Electric Code NFPA 70 Occupancy Type: Group R Construction Type: V Flame Spread Index & Smoke Developed Index Insulation Flame Spread: Not to exceed 25 Insulation Smoke Developed Index: Not to exceed 450 Wall Finishes: Not greater than 200 Ceiling Finishes: Not greater than 200 Climatic & Geographic Design Criteria Weathering: Negligible Termite Area: Very Heavy Safe Load Taut Notes 1. All values based on minimum 4" nominal bearing. Excepfion: Safe loads for unfilled U lintels most be reduced by 20% if bearing length is less than 6 1/2". 2. N.R. = Not Rated 3. Safe loads are superimposed allowable loads. 4. One #7 rebar may be substituted for two #5 rebar in 8 inch U lintels only. 5. All safe loads in units at oaunds per tinier foot. 6. All safe loads are based : simply supported span. 7. Safe load ratings based u, rational design analysis per ACT 318 and ACT 53v rtMr n rap m m anu � q"•,rr orn r.ba, �tio��am orr„m a,o", o�,� IIr �cr,y �l y Jrr-raaa `. z U164B/1T bare T 5/8' o5rebarabomm� al� 9xni,rolkSJ u- s —i, nnan Lintel Type Designation Cast Crete Lintel Schedule Installation Notes 1. Tnstallation of U lintels must comply with architectural and/or structural drawings. 2. U lintels can be field cut to the required length. 3. Cast in place concrete may be provided in composite U lintel in lieu of concrete masonry units. 4. The exterior surface of U lintels installed in exterior concrete masonry walls shall have a coating of stucco applied in accordance with ASTM C-926 or other approved coating. 5. Concrete masonry units used in composite U lintel shall be laid in a running bond. 6. Shore composite lintels as required. 7. U lintels are manufactured with a 5 1/2" long notch at both ends W accomodate vertical cell reinforcing and grout. Composite U Lintel Materials 1. Grout per ASTM C476 fg=3000 psi with maximum 3/8 inch aggregate and 8 to I 1 inch slump. 2. Rehr per ASTM A615 Grade 60 3. Concrete masonry units (CMU) per ASTM C90 with minimum net area compressive strength =1900 psi 4. Manor per ASTM C270 Type M or S SCANNED y ✓t4: All Rehar to he, 4S Grade 60 min_ MARK MARK LENGTH OF LINTEL ALLOWABLE GRAVLOAD APPLIED GRAVrrY LOAD ALLOWABLE UPLIFtMAD APPLIED UPLiFTLOAD BEAM SPECS L-1 4'-6" 6113 826 2724 934 8F16-1B/IT -2 4'-8" 9311 722 4594 605 SRF35-IB/IT LA S-10" 4360 901 2093 875 8F16-IB/1T L-5 T-8" 1568 801 1135 875 8RF14-IB,2T - T-8" 1843 1 794 1133 782 8F16-1B/IT L-7 T-2" 2459 1013 1462 835 8RF14-iB/2T L-8 17-4" 2047 550 1 872 150 8F38-1B/1T L-9 5'-10" 4360 550 1 2093 L50 8F16-IB/1T Mim. Beam depths shown, beams may be increased without comment At Lintels larger than 24" provide (1) #4 vertical rebar at 24"o.c. along length of lintel comer bars at beam (outside only) (2) comer bars at footing (min.) — vert. dowel lapped with wall reinforcing, all laps 25" (min.) in grout filled cell all comer bars to be the same size, number, and spacing as horizontial bars in footing, beams, and walls 0 L b Corner Reinforcing Detail h—I � M � � w rr0 ` 0 v �N, c3 w U L 'y 0 U w o ✓~ o C4 r--1 E+ U tr, � xo U5Z 010 U Q w W H C w zZ Q w w a w z W U W +— w W a U H date revision Plan Review 6/5/18 Comments 11/12/V Pushed Rear Wall into Porch Area Added Stair Plan and New Section drawn s.l. checked s.l. date 11/12/17 scale as noted job number 18077 sheet A-1 rota Zw S om M � J �u W ' Z Z Z D O m7 �V) 60� aZ ago 0Z �w Z w wQcl (A U 0)�Wog>— a. O ZU OLU KAM %0 /LL ST, Lucie County, permitting Connector Schedule Truss Bearing Point Truss Uplift Connector ID Qnty Connector Uplift Fasteners 17 1618 HETA20 1 18 t0 (9) 10d x 1 112" A02 11 641 MTS18 1 1000 (14) 10d x 1 1/2" 16 1325 HETA20 1 1810 (9) 1Od x 1 1/2" A03 10 795 MTS18 i L000 (14) tOd x 1 1J2" 16 475 HETA20 t 1810 (9) IOd x 1 1/2" A04 10 798 MTS18 1 1000 (14) tOd x 1 1/2" 17 1023 HETA20 1 1810 (9) IN x 1 1/2" CO3G 12 1633 MTS18 2 2000 (14) lOd x 1 t/2" per strap 16 615 HETA20 1 1810 (9) 1Od x 1 1/2" C04G 11 2145 HTS20 2 2900 (20) 10d per strap All other trusses ALL 1000 MTS18 1 1000 (14) 1Odx 1 1/2" to Frame All other trusses ALL 1810 HETA20 1 1810 (9) 10d x 1 1/2" to CBS Valley Trusses Supporting Framing <250# VTCR 1 370# (4) 10d valley Truss (3) 10d x 1 1/2" Connector Schedule Developed from the Truss Placement Plan and Engineering from East Coast Truss Job Number J33917 Dated 3/22/18 Connector Notes: Do not substitute connectors Do not sheath trusses before all straps are in place Attach valley trusses and piggy back trusses, if present, to main trusses per truss manufacturer drawing. Truss to truss connection by truss company, installed per manufacturers spec's. Lateral forces perpendicular and parallel to wall has been considered (less than 300 p.l.f.) Contractor to approve temporary bracing to prevent toppling of trusses, see HIB-9. Other specs, if different from above, have priority. A.T.R. = All Treaded Rod Drill and Epoxy Set all A.T.R. Use either "Hilti" C-100 or Simpson Epoxy Tie Epoxy 2 x 4 blocking at 4'-Wo.c. starting from ridge between both top and bottom cords for two truss spaces from gable end See truss shop drawings 2 x 4 diagonal "X" bracing at 8'-0"o.c. starting from ridge with (3) 12d each end -x (2) Continuous 2 x 4 Lateral bracing at 1/3 points of span. Nail with (2) 16d each truss btm. cord trusses 24"o.c. see layout Continuous 2 x 4 bracing / fastened to beam with J 5/8" x 6" wedge bolts with 1/8" x 2" washer 24"o.c. Galv. drip edge 6" /-min. 4" lap I x 3 p.t. over 2 x 6 Paint Grade Fascia Gable end truss by truss mfgr. 19/32" c.d.x. plywood siding with 8d nails 4"o.c. Cement Panel Siding over one layer of House Wrap 2x "L" web stiffener as required by the truss mfgr. "Simpson" HETA16 truss to bond beam with (14) 10d x 1 1/2" located at each truss vertical Concrete Bond Beam 0 N Loft Plan scale: 1/4" = F-0" �X-0" n M � � w z a � z � U U W w Q o ~ y J � W o O E� W Q U�Z� CCj P1/ 0 M U Q w z W o w U z Q Q w z W a w z C w U date revision 6/5/18 Plan Review Comments 11/12/1 Pushed Rear Wall into Porch Area Added Stair Plan and New Section drawn s.l checked a.l. date 11/12 17 scale as noted job number 18077 Gable End Bracing Detail sheet A-2 m N �z-o c CLuaO O U UJ H J U. W 15'-0" 0.00' 07kTWk('1 L7W, IS 7AI +28. Front Elevation -31.4 scale: 1/4" = r=0" Rear Elevation scale: 1/4" 57.9 57.9 57.9 I579 l Ini 11111 sell u Product Approval Affidavit Form Category Approval Manufacturer Model Number Glass Attachment Method Building Design Product Rated Subcategory Numbers Type Pressures Design Pressures EXTERIOR DOORS Entry Door with Sidelites FL#: 12334.1 Therma Tru Glazed Fiberglass Impact Head & Sill: 3" & 7" from corners. Jambs: 6" from corners and 14.5"o.c. max. Use 1/4" dia. tapcons with 1 1/4" embed. +49.8 -54.5 +55.o -55.0 into concrete & #10 x 2 1/2" wood screw to mullion. French Doors FL#: 12334.4 Thernta Tru Glazed Fiberglass g Impact Head & Sill: 3" & 7" from corners and Midpoint, Jambs: 6" from corners and 14.5"o.c. max. Use 1/4" dia. tapcons with +49.8 -54.5 +55.0 -55.0 Double 1 1/4" embed. into concrete. Service Door FL#: 5891.4 Therma Tru Opaque Fiberglass NA Head & Sill: 3" & 7" from corners. Jambs: 6" from corners and 14.5"o.c. max. Use 1/4" dia. tapcons with 1 1/4" embed. +53.2 -57.9 +67.0 -67.0 into concrete. Sectional NOA: 15-1229,08 Overhead Dr. Series 57xx Impact 5116" x 1 518" Lag Screws (Full Tread) One at each Steel Track Bracket. +45.0 -52.0 +28.1 -31.4 WINDOWS Head & Sill: 8" from comers and mid point of panel & Horizontal Roller NOA: 160714.1 PGT Ind. HR-5510 impact 4"o.c. of Meeting Rail. Jambs 8" from corners & 19"o.c. +53.2 -57.9 +65.0 -70.0 Use 1/4" Ta con with 1 1/4" min, embed. into concrete Head & Sill: 6" from corners & 16"o.c. max. Jambs: 6" from Singlehung NOA: 160714.03 PGT Ind. SH-5500 Impact corners and 17"o.c. max. Use 1/4" dia. tapcons with +53.2 -57.9 +65.0 -70.0 with 1 1/4" min. embedment in concrete. Mullions NOA: 160218.03 PGT Ind. Clipped Extruded NA (4) 1/4" x 2" Tapcons at each Mullion Clip +53.2 -57.9 +/- 170.0 Tube ROOFING Panel FL#: 14645.2 Metal Sales Mt . g 5V Crimp, 26 aa.) P i b N.A. #9-1Metal (en x an l) wood screw with uer.)washer. 6 per panel width (end panel) 4 per panel width (inter.) 1 &"o.c. panel or width -65.2 -131.3 Roof Underlayment FL#: 5259 R24 Polyglass USA 1'olystick TU Plus Direct bond to deck 65.2 135.0 SIDING rHardiPanel Siding FL#: 13223.2 lame Hardie HardiPanel N.A. 1 112" long ring shank nails 16"o.c. to 2 x 4 framing / furring -35.0 -44 9 5V Crimp (26 ga.) roofing panels over 30# Felt on Pre Engineered Wood 19/32" c.d.x. plywood fastened Roof Trusses 24"o.c. as per nailing schedule Shop Drawings by V Others C; 00 See Connector `* M Schedule 12 R20 Spray Q Varies r� w Foam Insul. v Z 4 Galv. Drip Edge C7 , Throughout over 1 x 4 p.t Ln cc 9' 4" T.O.B. N 2 x 8 Cedar `r`". 1/2" d.w. Fascia Board Q w 1 x 4 p.t. Stucco Soffit Over Fires top High Ribbed Wire73 F-6" Lath ct W Install one layer of 15# Q O felt to framing prior to Two Course Perimeter installing wire lath •'� LL Beam with (1) #5 Rebar V) rn in each course, Filled 8 x 16 x 8 w 0 with Grout CMIJ Typ. g4 r O V 1 x 2 p.t. furring strips 24"o.c. Cement Panel Siding LU with R4.1 Foil fastened with 1.5" long J insulation Ring Shank Nails 6"o.c. 1-•� into 2 x 4 PT furring 16"o.c. r-t 1/2" d. Fasten Furring with 1/4" dia. Tapcons 2 1/2" long 6" from #5 vert. rebar in ends and 12"o.c. grout filled cell Cover furring with House Wrap w See Floor Plan N for Locations o Two Coat Smooth Stucco over CBS r� U r 4" 3000# Fibermix Conc. Vapor Bearier on #5 Vert. Rebar with on .006 Q 10 Hook and 30 00 Clean, Compacted, Termite Lap. Tie to Vert. Treated Fill Rebar In Cells a O `e�M 0P.F.E. .00' Grade \\AJ (2) #5 Rebar Typical Wall Section Wind Zones - Walls Gross Wind Pressures End Wind Trib. Zones - PSF Zone Speed Area 1 2 3 4 5 <10 s.f. -55.7 -65.2 -65.2 +55.7 -60.5 +55.7 -74.6 20 s.f. -52.8 -62.3 -62.3 +53.2 +53.2 163 mph -57.9 -69.5 4 ft. +49.8 +49.8 Exp. C 50 s.f. -49.1 -58.5 -58.5 -54.5 -62.9 100 s.f. -46.2 -55.7 -55.7 +47.4 7.4 -52.1 -579 -5 Gross pressures are for windows, doors, framing, roofing, and other building components and cladding. Roof Zones: 1 thru 3 Wall Zones: 4 and 5 .. w � U Q � � w x o w U Q w z a w t� C'� w H � U �r� U Con date I revision 6!5/18 Plan Review Comments 11/12/V Pushed Rear Wall into Porch Area Added Stair Plan and New Section drawn S.I. checked SA. date 11/12/17 scale as noted job number 18077 sheet A-3 Roof Plan scale: 1/8" = F-0" ❑© +53.2 57.9 W Left Elevation scale: 1/4" = 1'-0" Right Elevation scale: 1/4" = 1'-0" 19'-8" 9'-4" IG U Cross Section scale: 1/4" = 1'-0" 15'-0" 9'-4" M M H � C7 ,� a con q � w Un H ct U Q O � W o ✓' o ct h n/ M � U Q O Z � w U Q � W z w a w z � w � a U date revision 6/5/18 Plan Review Comments 11/12/1 Pushed Rear Wall into Porch Area Added Stair Plan and New Section drawn sl checked s.l. date 11/12/17 scale as noted job number 18077 sheet A-4 CL 0 U w _J LL ee 0 LU 7C,'_ f)" 91 E E E DO F2 F2 Conc. q F-2 Pad �r o F-1 ID0 0 ) W &ID- E000IS1 Lo 0 0 F2 F-3 • Ct N n CO -4" - r ME_ N 8 F_6 E o F-2 0 0 M N F5 `f 3'-4" 4'-2" E 4" 2500# Conc. Pad 0 0.00' F.F.E. F-10 0 Ll 4" 3000# Fibermiz Conc. on .006 Visquine on Clean, F-1 Compacted, Termite Treated Fill o - E EE 5-6 S-10 5-10 5-6 � N M o — 0 cn F-1 F-1 M F-I ❑ o E 0-1 O t7 F-8 00 F-7 0 4" 2500# Conc. Co Conc. Pad " F 3 Steps 3'-8" 19'-0'° v n F-9 0 _ 21„ E 0 F-1 M p �f V) �t 0 0101 0 F-I E00 OE 00 F1 O 00 • OE 0 F-111DIS1 0 iT n OF-3 F3 Slope for Garage F-9 F-9 F-9 F-9 F 9 Door E ■ c^ �D F 3� cn cn F 3 h EE DO all Ol7 = Foundation & Footing Plan scale: 1/4" = F-0" F-2 F-3 F-4 F-5 F-6 F-7 F-9 F-10 18" x 16" mono. footing with (2) #5 rebar cont. 18" x 16" O mono. footing with 2 #S rebar cunt. and curb 18" x 16" mono, footing with (2) #5 rebar cont Recess 4" at Shower 8° mono. with (1)#5 rebar con. concrete Pierf Grade 8" x 16" mono. footing g with (2) #5 rebar cont. 4" g Slope 4, _ 4 4" 4' �j� 8" � M no 4" 4„ 8„ I 16"o.c.qash `O 12° 16" 8" 3" ay #5 Rebar 16° Typical g Typical • p 18" 18" Stem Wall 2,_0„ 18" 18" Square (2) #5 Rebar L EDGE FOOTING CURBEOOTNG STEP FOOTING TYP. SHOWER THICKENED EDGE PAD FOOTING Each way Square INTERIOR FOOTING AT GARAGE RECESS 00 F.F.E. 0,00, � � M 47BERCONC. OBARRIER O fy, 4j OCTED, S.•l W '� to TFILL8 x 16 x 8C.M.U. StemWall 00 t` #5 Vert. Rebar Rebar • t—I in Grout Filled Cell, See Plan (U y for Locations Grade Grade � W Cq �° • 1""'Ij V1 � � W o ~✓ O ~ 20" x 12" 3000# Conc. Footing with (2) #5 �+ Rebar Cont. 1 F-1 Footing scale: 3/4" = 1'4' GENERAL FOUNDATION NOTES Concrete shall be a minimum of 4" thick over clean, compacted, termite treated fill and 6 mil polyethylene vapor barrier. Concrete shall have at minimum compressive strength of not less than 3,000 p.s.i. All 90% hooks are to be extended 10" minimum beyond the turn. Field bends are to be done cold and the diameter of the bend, measured on the inside of the bar, is not to be less than six bar diameters. Minimum coverage for rebar shall be 3" in footings and 1 1/2" in bond beams. Hooks may be rotated horizontally if required to achieve minimum overages. Rebar overlap shall be 48 bar diameters. 30" for #5 rebar The foundation design assumes that the soil has a minimum load carrying capacity of 2000 p.s.f. In the event the soil bearing capacity falls below 2000 p.s.f. This foundation plan may be superseded by Foundation Design Engineer. Satisfactory compaction test of fill does not verify lower soils are adequate. All specifications and dimensions to be verified by contractor. All exterior slabs shall slope a minimum 1/8" per foot for drainage FORMWORK & SHORING No structural concrete shall be stripped until it has reached at least 80% of the 28 day design strength. Design. Erection, & Removal of all formwork, shores, & reshores shall meet the ACI Standards 347 and 301 Contractor to verify all building setbacks prior to the start of construction. A formboard survey shall be submitted to the building department for approval prior to pouring concrete. SOIL STATEMENT: Foundation has been designed for a soil bearing capacity of 2000 p.s.i. Fill shall be laid in layers of 6". Each layer to be compacted to 95% compaction. If the contractor encounters, while digging the foundation, any discrepancy to suggest the soil may be madecuate, he must immediately report it to the owner and the Architect or Engineer so as to order a soil boring test. Dowel Rod Repair Note In the event vertical steel has been omitted from the down pour locations, drill 5" into concrete (no closer than 3 3/4" from edges and 5" from ends of cap walls) Remove dust per manufacturers instructions and use Two Iran eppoxy to anchor the #5 rebar in place. Use either "Hiln C-100" or Simpson Epoxy -Tie. Cast In Place cone. Steps with 2500# mix and #5 rebar 12"o.c. 10" ' Typ. Nosing each way TYP STEM WALL, SEE TYPICAL WALL SECTION F-8 � Garage Step Detail 0.00, 8" x 8" Footing with (1) #5 rebar continuous F.F.E. ITEM WALL, SEE TYPICAL WALL SECTION r—� Q� tt3 N • o ; z� a/ M W U Q o Z - x w W � W Q W a z w z ~ Cn - W L7 � w � W a r� U rn date revision Plan Review 6/5/18 Comments 11/12/1 Pushed Rear Wall into Porch Area. Added Stair Plan and New Section drawn s.i. checked sd. date 11/12/17 scale as noted job number 18077 sheet A-5 r 00 � � M � w C/� Q � � c� z U Q � � w o � o A. �N CCU � od � U Q O w W o w U Q w z a w w � a U voi date revision 6/5/18 Plan Review Comments 11/12/1 Pushed Rear Wall into Porch Area Added Stair Plan and New Section drawn SI checked S.I. date I/I2117 scale as noted job number 18077 sheet A-6 Q U' C04G CO3G 2 x 8 Purlin Framing along bottom cord at 24"o.c. with LU28 joist hanger each — end with (8) 10d to beam and (6) 10d 1 1/2" to joists, Typ. H1 J210 Hanger Joists to Ledger (8) 16d to Ledger (4) 1 Od x 1 1/2" to joist Typical Roof & Loft Framing Plan scale: 1/4" = 1'-0" PLUMBING NOTES: Plumber to consult with contractor and equipment ordered for rough in dimensions. Verify all dimensions with the floor plan. The floor plan dimensions dictates all other dimensions on other sheets. Do not scale drawings, if any conflicts arise, contact the Architect or Engineer for clarification prior to construction. All sanitary lines 2" or less shall have a slope of 1/4" per foot minimum. All sanitary lines above 2" shall have a slope of 1/8" per foot minimum. Provide Anti -Scalding Valve in all showers. Lowest living area floor elevation (refered as 0.00') to be set by a professional land surveyor to the required building department elevation, but not less than 18" above the crown of the road. 2 x 10 Bridging at Mid Span 2 x 10 Joists 16"0.C, LVL (2) 2 x 10 p.t. ledger fastened to CBS — with 1/2" x 8" wedge bolts 24"o.c. with 3" washer 11 II 3" v.t.r. 6x6p.t. Column Pad out chum. flush to LVL [BIN 2 x 8 p.t. Rafters 24"o.c. Stub out forlc< future bathroin atticShwr. r. to septic w1 1/2" 2" v.t.r. system C.O. 3" Lav, Washer 2" v.t.r. 2" v.t.r. 3„ Lay. Sink Grout filled CBS Sink cell with #S vert. Shwr. 3„ ^ 1 1_.. W.C. 3; q" 8x16x8 CBS Exterior Plumbing contractor to provide a w.0 water hammer & shut off valve at each fixture Insulate all hot waier lines PlumbinE Riser Diagram n.t.s L.4 V (1) H2.5A at each Rafter (5) 8d to Rafter (5) 8d to Plate, Typical 2 x 4 Frame Kneewall, See Section Two H2.5A — on Hip Rafter 1 x 2 p.t. 24"o.c. see wall section for insulation type gyp. d.w. Typical 2 x 4 `stud bearing / wall 2 x 4 p.t. stud fastened to filled cell with 1/2" dia. 6" long wedge bolt with 1/8" x 2" washer 6" from ends and 24"o.c. Brng. Wall Attachment Detail (1) H2.5A at each Rafter (5) 8d to Rafter (5) 8d to Beam, Typical Two H2.5A on Hip Rafter (2)2x4 TOP PI all SP4 16'Vc. (6) 1 Od NAIL (2) 2 x 12 HEADI BOND TOGETH] WITH 16d AT 6"( 9'-4"- 8'-6 3/4"— 1 AT EVERY STUD TH (6) 1Od NAILS P & SILL PLATE '2) MSTA18 14) I Od NAILS )2x4STUDS x 4 P.T. PLATE Brng. Header Detail 0.00' F.F E Insulation per Energy Code pre engineered f' trusses 24"o.c. 1/2" drywall 1/2" d.w. 2 x 4 plate 1/2" gyp. d.w. �RII batt insulation Office sealant under sill plate STEM WALL, SEE TYPICAL WALL SECTION Garage 2 x 4 blocking at mid point of wall 2 x 4 studs 16"o.c. 2 x 4 p.t. plate nails 12"o.c. 8d Cased hard coil 1 x 2 p.t. furring 24"ex. to CBS wood base Adj. Wall at Garage 2 x 10 Floor Joists 16"o.c, 1/2" gyp. d.w. (2) 2 x 4 plate with SP4 with (6) 10d x 1 1/2" at each stud 1/2" gyp. d.w. 2 x 4 studs 16"o.c. 2 x 4 p.t. plate with SP4 with r (6) 10d x 1 1/2" at each stud wood base wdia. wedge bolt wit ith 3" x 1/8" washer 7" embedment 24"o.c. Interior Brng. Wall ct r—I �W�,� �U�z00 � ct 00 M � U Q O w Z W � O W z w Q ~ rr' � W Z <C w W z � w O � W W P" W U U date revision 6/5/18 Plan Review Comments 1,/12/1 PushedRear Wall into Porch Area Added Stair Plan and New Section drawn s.l. checked a.1. data nnz�l7 scale as noted job number 18077 sheet A-7 STRUCTURAL NOTES: All reinforcingg steel shall be high strength billet steel and shall conform to ASTM A-615 grade 60 specifications. Lap continuous reinforcing 48 bar diameters or 30" in beams and in slabs. Lap bottom steel over supports and top steel at midspan. Hook discontinuous ends of all top bars. Reinforcing steel shall have a minimum of 1" concrete cover, or as follows: BOTTOM TOP SIDES Beams: 11/2" 11/2" 11/2" Slab on Grade: 1 1/2" 1" _ Structural Poured: 3/4" 3/4" Poured Walls: _ _ 3/4' Slabs exposed to the weather 3/4" 1" _ Reinforcing steel shall be detailed and fabricated in accordance with the "Manual of Standard Practice of Detailing Reinforein� Concrete Structures" and the current "ACI Building Code 318' All structural steel shall conform to current ASTM Specification A-36 All wood in contact with masonry shall be pressure treated or approved seperating material. All dimensions shall be verified in field by the contractor. If there are any discrepancies the Architect or Engineer shall be notified before proceeding. No slump over 5" shall be permitted for any structural concrete without the Architect or Engineer approval. All Design and Construction shall be inaccordance with the current American Concrete Institute (ACI). and the American Institute of Steel Construction (AISC), The Florida Building Code and all applicable local codes. Structural Concrete shall attain a minimum ultimate compressive strength (Fe') in 28 days as follows: Column Footing and Wall Footing: 3000 p.s.i. Column and walls from foundation to roof: see column schedule. All other concrete: 3000 p.s.i. Footing sizes and reinforcing are based on allowable soil bearing capacity of 2000 p.s.i. All footings shall bear in virgin soil. If this is not the case, the Architect or Engineer shall be notified before proceeding with the work. Timber (Heavy Timber Construction) (a) Truss manufacturer shall submit a signed and sealed shop drawings by a registered Engineer. (b) Wood rafters to have a Stress Grade of Fb=1200 p.s.i. (c) Roof members should be secured to the beams or other structural components with hurricane anchors for wind uplift. All wood members shall have a minimum fiber stress in bending of 1200 p.s.i. with 1/360 max. deflection. All bolted connections shall be 1/2" Cadmium plated or better. Lag bolts to be used only in shear connections with minimum 4" threaded penetration past steel plate. Lag bolted conditions shall be drill tapped no larger than the internal thread diameter and shall not be hammer driven. Under Girder Trusses provide equal number of studs as girder plys at frame bearing locations GENERAL REQUIREMENTS All work to be as per the current edition of the Florida Building Code and meet or exceed all applicable local requirements. General contractor is responsible for all labor, materials, utilities, testing, waste removal, storage, securing of site, accomodation, transport/freight, and all other cost related to the completion of this project., unless explicitly identified here. Owner is responsible for all municipal related charges such as impact fees, and water connection, except building permit fees, which are to be included in the construction bid. General contractor to check all drawings for errors and ommissions and bring them to the attention of the architect prior to starting any work, or ordering any materials of the respective division of work. If such errors and ommissions are not reported in writingto the architect, any resulting damages or costs shall be born entirely by the general contractor. Architect is not responsible for the contractors method or means of construction. General contractor is to keep the site in a clean and safe state through out the course of construction. On building turnover, general contractor to clean all surfaces so as to be free of dust, grease, stains, scuffs, etc. Unless otherwise noted, the installation of specified hardware shall conform to the manufacturers instructions and standard practice. All plans and drawings are not considered complete until they have been reviewed and approved by the Building Department and the building permit has been issued. EXTERIOR CEILING & SOFFIT NOTE 7/8" Stucco finish over 3/8" high ribbed galv. wire lath fastened to framing members with No. 11 guage nails with 1 3/4" embed. with 3/8" dia. head 6"o.c. max. edges to be tied and nailed at 9"o.c. Install one layer of 15# felt to framing prior to installing ribbed lath INTERIOR WALL FRAMING NOTE Interior non bearing walls to be 2 x 4 studs 24"o.c. Spruce, Pine, Fir (SPF) #2 Grade lumber or better or metal studs (25 Ga.) Crimper may be used in lieu of screws. GENERAL ROOFING NOTES Roofing to be composed of and attached to pre manufactured wood trusses as follows: Felt underlayment (min. ASTM 0 226 Type ll) with 4" min. side and end laps, fasten with coorosion resistant annular ring shank nails at 6"o.c. in laps and in staggered rows spaced 12"o.c. in field. If roof pitch is <4/12 install (2) layers 15# felt. If roof pitch is 4/12 or greater, install (1) layer 30# felt. 5/8" cAx. sheathing or equal installed with staggered joints & GI clips, nailed to trusses with 8d corrosion resistant annular ring shank nails spaced max. 6"o.c. throughout, except max. 4"o.c. at gable ends. All roof trusses are to be pre -manufactured assemblies provided by a licensed wood truss fabricator with seperate drawings and data prepared for actual project conditions by a Florida registered professional engineer certified for truss design. Any deviation from the proposed plans as shown regarding placement or bearing shall be brought to the attention of the truss engineer prior to fabrication of the trusses. The truss manufacturer's certified layout shall govern after fabrication. The handling, erection, and fixing of wood trusses shall be in accordance with the specifications contained on the certified mfgr's. drawings and data. 01 engineered headers and truss hangers to be provided by the truss manufacturer. Splitting or cracking of structural components due to installation of hardware is not permitted. Unless otherwise noted, the installation of specified hardware shall conform to the truss manufacturers installation instructions and standard practice. BUCK ATTACHMENT NOTES AT DOORS USE P.T. PINE OR SPRUCE AND ATTACH TO BLOCK WITH 1/4" DIA. TAPCONS INTO C.B.S. SET AT 6" FROM CORNERS AND AT 12"o.c. MAX. AT WINDOWS USE P.T. PINE OR SPRUCE AND ATTACH BUCKS TO BLOCK WITH 8d CASED HARD COIL NABS OR "T" NAILS" 4" FROM ENDS AND 12"o.c. USE WOOD SHIMS MINIMUM DURING DOOR INSTALLATION SHEATHING NAILING NOTES Nailing Pattern Zone 1: 8d at 6"o.c. field & 4"o.c. edges Zone 2: 8d at 4"o.c. edges & field Zone 3: 8d at 4"o.c. edges & field Pneumatic Nails Pneumatic or mechanicaly driven nails will be accepted under the following conditions: Min. nails size 8d or larger ring shank with Min. shank diameter .113 Min. Length: 2" Min. Head Diameter: 280 Full Round Min. Ring Diameter .012 over shank dia. Min. 16 to 20 Rings per inch Note Gun nails shall be permitted as an acceptable fastener from any manufacturer Wood screws meeting the same size requirement may be used in lieu of nails without comment Nailing Schedule ROOF & FLOOR DIAGRAM Use sheathing with #8 gun nails at 6"o.c. at supported panel edges and #8 gun nails at 6"o.c. at intermediate supports. ROOF SHEATHING TO GABLE END FRAME Use #8 gun nails at 4"o.c. EXTERIOR SHEATHING Use #8 gun nails at 4"o.c. at panel edges and #8 gun nails at 4"o.c. at panel top and bottom and 6"o.c. in field THRESHOLD NOTE At egress door (see floor plan) the max. hgth. of the threshold shall be 1/2" Gaty. Cap 2" dia. Galt' Pipe Set ballard 12" from appliance Galy. (4) 1/4" x 2 1/4" Tapcons Ballard Detail scale: 1" = P-0" Conc. VA Bottom Cord Lateral Bracing -� 8" x 16" C.M.U. WITH CELLS FILLED WITH GROUT& (1) #5 VERT, El V DOWEL P.T. 2 x 6 AT (3) SIDES OF OPENING, FASTEN TO BLOCK AS NOTED. DOOR SIDES 1/2" x 6" REDHEADS WITH MIN. 2" x 1/8" WASHER 12" FROM ENDS AND 24"o.c. MAX. DOOR HEAD 1A"x23/4"TAPCONSSTAGGERED 24"o.c. e Door Buck Detail 04 th U 2 x 4 cont. fasten to top cord (2) 16d Top Cord of Truss Pre Eng. Truss —� Ffff". 2x4 24"o.c. CBS Rake Wall See Detail 2x4PT Cont. -•N 1/2" d.w 1 x 4 p.t. Firestop Two Course Perimeter Beam with (1) #5 Rebar in each course, Filled with Grout 1 x 2 p.t. furring strips 24"o.c. —, with R4.1 Foil insulation 1/2" d. #5 vert. rebar in grout filled cell See Floor Plan for Locations 4" 3000# Fibermix Cone. on .006 Vapor Bearier on Clean, Compacted, Termite Treated Fill 0.00, F.F.E. (2) #5 Rebar 15# Felt under outlookers Continuous along length and with of beam - (1) HETA12 (7) 10d x 1 1/2" See Typ. Wall Section 3/8" continuous bead of caulk (back bedding) behind buck to prevent liquid passage set flange in continuous bead of caulk across the entire face of buck Cement Panel Siding fastened with 1.5" long Ring Shank Nails 6"o.c. into 2 x 4 PT furring 16"o.c. Fasten Furring with 1/4" dia. Tapcons 2 1/2" long 6" from ends and 12"o.c. Cover furring with House Wrap Galv. Flashing Stucco over CBS 8x16x8 CMU Typ. Two Coat Smooth Stucco over CBS #5 Vert. Rebar with 10" Hook and 30" Lap. Tie to Vert. Rebar In Cells �t Grade Gable Rake Wall Section Change in Boni Beam Elev. w14N L. p�tza O d' ° ° a 14O q . e 0 oN 4•� c�d� stucco finish -/ / perimeter caulk J/ / Attach p.t. bucks J with 8d coil nails at 12"o.c. Typ. Alum. window. jamb or sliding glass door jamb CBS Min. 1 1/4" embedment o at windows and min. 1 1/2" embedment at a ° ° sl. gl. doors 4 d ° 1/2" drywall NOTE: Method of attachment and waterproofing procedures are the same at poured concrete sill. Coat Bucks with DryLock Waterproofing after they have been installed and Chaulked 1/4" max. struct. shim caulk attach as per manufacturers product approvals Gunable sealants shall comply with ASTM C 920 Class 25 grade or greater for proper joint expansion and contraction Window & Door Flashing Detail at CBS Wall Includes Buck Attachment Method Cast in place rak beam with (1) #` 12 cont. to undersid See Truss truss bottom con Layout Typical Foundation CBS Rake Wall Detail of I 6 Vert, Reinf. n Grouted Cell iee Floor Plan 'or Locations Top of Rake Wall to be 3 1/2" below Top of Truss e� M 004 ,P.� Cif W Q o p"' .. CN-- C, Z a� U Qcu to U o W UJ J vl L M r___4 r—t di r� r, > W C� tat cl Z 00 x UU Q O w �?,, W Pr O W U W Q Q W W Z W W w E-H Z � � � w Q LIa U a U r; date revision 6/5/18 Plan Review Comments 11/12/1 Pushed Rear Wall into Porch Area Added Stair Plan and New Section drawn S.I. checked s.l. date 11/l2/l7 scale as timid job number 18077 sheet A-8 ELECTRICAL LEDGEND 10 RECESSED LIGHT WITH LENS (9 EXTERIOR & WET LOCATIONS -f:i- SURFACE MOUNTED LIGHT FIXTURE. TTTF---e--t SURFACE MOUNTED FLUORESCENT LIGHT FIXTURE i UNDER CABINET FLUORESCENT FIXTURE ( INCH LIGHTS ) ORECESSED INCANDESCENT LIGHT FIXTURE WITH EXHAUST FAN CEILING FAN WITH LIGHT OPTION ® CARBON MONOXIDE O SMOKE DETECTOR EXHAUST FAN OUTLET MOTION SENSOR A O �J THERMOSTAT ON SWITCH DUPLEX OUTLET - SWITCHED ® DOOR CHIMES DUPLEX OUTLET CS5 SMOKE DETECTOR 220 V OUTLET -W SWITCH �+ TELEVISION -1Tw THREE WAY SWITCH TELEPHONE -W DH%EyIER SWITCH 0 PUSHBUTTON D NOTE: RECEPTACLES IN KITCHEN & BATH AREAS TO BE 46" A.F.P. ALL 120V SINGLE PRASE 15 & 20 AMP BRANCH CIRCUITS SUPPLYING OUTLETS THAT ARE NOT GFCI MUST BE AFCI. TAMPER PROOF RECEPTICALES MUST BE INSTALLED IN 120 VOLT, SINGLE PHASE 15 & 20 AMP BRANCH CIRCUITS OWNER TO CORRDINATE LOCATIONS OF TELEPHONES AND TELEVISIONS IN FIELD WITH CONTRACTOR UNFINISHED Attic ,§Jnoke detectors wired to 120V Bathroom lights Son Switchable, Non GF1 Electrical contractor to verify all equipment loadsprior to §tart of construction. Electrical contractorto recalculate electrical schedule if loads are to be modified Electrical Notes 1. All loads to be checked by a Florida Licensed Electrician 2. All work to meet the National Electrical Code 3. Calculations and panels below are for sizing conduit and overall building load requirements only 4, All conductors to be copper; all insulation to be THHN. Conduit as follows: PVC below ground, Rigid from underground to service box for exterior lights on building; AC, MC, or EMT conduit elsewhere. 5. Ensure min. 36" clear between equipment and disconnects, Typical. Floor 1T Mount Water Well Irrigation Pump — Loft Electric for Septic System Equipment 3" vent to soffit FPL 3" vent to soffit FY r- 00 tT Berm. 2 Bdrm. 3 i g Fan & Light Fan & Light w gfi �} d rya" a T 1'1 Z a vp v O th gf C�V2✓QLI�y lJw\yycd�� g ® gf Epattoicl O 7 ^~ U Great Room Ull Q o gf ly w Q > �/ r r 3" vent sw to soffit f gf gf V 1 Fan & Light Office gbo t GDO i I Electric Garage Panel 'I Electrical Plan scale: 1/4" = F-0" 3W Kitchen Entry 1 Electrical Load Calculations 2340 Living S.F. at 3 VA 7020 watts One 20 Amp Appliance Ckts. 1500 watts Two Laundry Cir. @ 1500 watts 3000 watts One Range 8000 watts One Dishwasher & One Disposal @ 1500 watts each 3000 watts One Microwave @ 2000 watts 2000 watts One Dryer @ 5 kw 5000 watts One Ref. @ 1500 watts 1500 watts Three Baths @ 1500 watts each 4500 watts One Sprinkler Pump 1800 watts One Well Pump 1800 watts Water Sof rer 1800 watts Septic 2000 watts Total 42,920 watts First 10 KVA at 100% 10,000 watts Remainder at 40% 13,168 watts Total 23,168 watts One AC Heat at 100% 10,000 watts Total 33,168 watts 33.168 W / 240 V = 139.2 Amps Use 225A Service 3W ,� 3W a w r" cV UzCIA oo oT 00 to lights o lghts fir 1, M level 3w D � ® Master Bdrm. gas ❑ ❑ ❑ ❑ U Q O Z � w o w Q w a w � (3) #4/0 (TRW) copper r/a and (1) #2 ground (THW) copper in 2" galy. conduit (3) #4/0 (THW) copper and (1) #2 ground (THW) Wall F.P.L. service w copper in 2" galy. conduit (if overhead O U service) (S� t� Panel: 225 A.M.C.B. O C) a 225 Amp 1,e, 3W 40 Circuit 120/240 Volt Panel M a.c. disc. (3) #4/0 (THW) copper and (1) #2 ground (THW) date revision copper in 2" galy. conduit 6/5/18 Plan Review Comments 5/8" die. x 10'-0" F.P.L. service(if underground 11l12(1 Pushed Rear Wall long ground rod 3/4" copper service) into Porch Area water pipe Added Stair Plan and New Section drawn 1. checked vl. date 11/12/17 8'-01, scale as noted tie ground wire job number to footing rebars 18077 Electrical Riser Diagram shear A-9 co O N M `r C Eli C] Q. 0 p F--i U U) W � LU